Recent content by edwin17th17

nevermind.. i think i got it.. =)

dave atkins, i didnt understand.. what is the value of soil spring? i thought the bearing pressure is the one that you should use for FEM as soil spring value for computer program.. i guess other engineers here will agree with me?

so you get bearing pressure using "rigid" approach.. then apply it to the plates and design the footing as FEM.. hmmm...

this is interesting.. i have done mat foundation on piles using finite element and it's pretty easy but on soil i wonder what one will use as spring constant for bearing pressure.. i am assuming one will use rigid approach to get the spring constant.. then finite element?? what the heck is the...

i feel your pain man.. dont know much about concrete either.. my advice is to get a lot of books regarding concrete.. CRSI, ACI, etc.. dang am planning to take up nursing sometime.. am done being an engineer.. =)

you use oversize holes for column base plate anchor bolt. if anchor bolt is a307 or fm1554 what is it's capacity in shear? p4-5 of ASD manual does not have capacity for oversize holes for a307 also for oversize holes the connection needs to be slip critical right.. is it ok to use snug tight...

another question.. if i have a column failing in axial.. and i added flange plate how do i transfer axial from additional flange plate to existing base plate? thanks,

well you add plate to where maximum moment is.. in this case maximum moment is at the ends.. this is a moment connection frame.. so if i add plate at the ends up to the x distance should this added bottom plate also be welded to the existing moment connection end plate? up to how far should...

ok thanks.. yeah the column is continuous.. another question is, in this case maximum moment is at the ends.. if i add plate.. how do i welding plate to the moment connection end plate of the beam.. or do i need to..

i am not confused how to design the welding of the plate to beam.. should have been i am NOW confused

i have a existing beam without vertical load.. it is failing due to horizontal load.. wind load on column.. i added plate at the bottom to make it pass.. i am not confused how to design the welding of the plate to beam.. i understand vq/i where v is the vertical shear.. but the max moment of...

if i add wt on the flange of the web to increase axial.. does the wt need to go all the way to the base plate? am confused i have a beam connecting to column web.. if i add wt to column flange am i actually increasing the axial capacity of column per that beam connection.. i know in staad i...

what if it's a column that need additional plate? do i weld the plate all the way or get the max V and stitch weld it?

so V is actual max vertical shear, for plate welding right? just want to be clear on that..

q= VQ/ I is the computation of stitch weld for bottom plate.. is V the actual max vertical shear? am confused what if i have a frame no vertical shear only horizontal force due to wind.. if i need to add plate at the bottom of wide flange.. how would i compute the welding.. i am confused...